珊瑚海砂海水混凝土中CFRP-钢复合筋搭接性能

周济; 陈宗平; 徐炜圣; 覃伟恒; 刘丁瑗

doi:10.13801/j.cnki.fhclxb.20230829.001

珊瑚海砂海水混凝土中CFRP-钢复合筋搭接性能

周济¹,
陈宗平^{1, 2, 3, ,},
徐炜圣¹,
覃伟恒¹,
刘丁瑗¹

1.
广西大学　土木建筑工程学院，南宁 530004
2.
南宁学院　土木与建筑工程学院，南宁 530200
3.
广西大学　工程防灾与结构安全教育部重点实验室，南宁 530004

基金项目: 国家自然科学基金项目(51578163)；中央引导地方科技发展资金项目(桂科ZY21195010)；八桂学者专项经费资助项目([2019]79号)；广西科技基地与人才专项(桂科AD21075031)

详细信息

通讯作者:
陈宗平，博士，教授，博士生导师，研究方向为海洋及近海混凝土结构、钢-混凝土组合结构　E-mail：zpchen@gxu.edu.cn

中图分类号: TU528；TB332
计量
- 文章访问数: 470
- HTML全文浏览量: 212
- PDF下载量: 38
出版历程
- 收稿日期: 2023-07-05
- 修回日期: 2023-08-02
- 录用日期: 2023-08-19
- 网络出版日期: 2023-08-28
- 刊出日期: 2024-04-30

Lap-spliced behavior of CFRP-steel composite bars in coral sea-sand seawater concrete

1.
School of Civil Engineering and Architecture, Guangxi University, Nanning 530004, China
2.
School of Architecture and Civil Engineering, Nanning University, Nanning 530200, China
3.
Key Laboratory of Disaster Prevention and Structural Safety of Ministry of Education, Guangxi University, Nanning 530004, China

Funds: National Natural Science Foundation of China (51578163); Central Project Guide Local Science and Technology for Development (ZY21195010); Bagui Scholars Special Funding Project ([2019] No. 79); Guangxi Science and Techonology Base and Talent Special Project (AD21075031)

摘要

摘要: 为研究珊瑚海砂海水混凝土(CSSC)中碳纤维增强复合材料(CFRP)-钢复合筋(简称“复合筋”)搭接连接受力性能，合理确定CSSC中复合筋的搭接长度，以复合筋直径、搭接长度、保护层厚度、混凝土强度、搭接净距、配箍率、混凝土及筋材种类为试验参数，对27组共81个搭接连接试件进行了对拉试验，获得了各试验参数对CSSC中复合筋搭接连接性能的影响规律。结果表明：当搭接长度小于17倍复合筋直径(d_c)时，试件发生拔出-劈裂破坏，反之则发生拉断破坏。发生拔出-劈裂破坏时，复合筋表面出现严重的剪切损伤；当搭接长度小于14d_c时，试件的搭接强度约为7.2 MPa，当搭接长度大于14d_c时，试件的搭接强度随搭接长度的增大逐渐减小；保护层厚度大于4d_c或CSSC轴心抗压强度大于30 MPa后，试件搭接强度的变化基本上可以忽略；增大配箍率，搭接强度逐渐增大，且劈裂裂缝的宽度显著减小；与钢筋试件相比，复合筋试件搭接强度的降幅超过25%。基于试验结果，建立了CSSC中复合筋搭接强度及搭接长度计算公式，计算结果与试验结果相符，并参考《混凝土结构设计规范》简化了搭接长度的计算公式。
- 珊瑚海砂海水混凝土 /
- CFRP-钢复合筋 /
- 搭接强度 /
- 临界搭接长度 /
- 简化公式
Abstract: In order to study the mechanical behavior of lap-spliced carbon fiber reinforced polymer (CFRP)-steel composite bars (referred to as "composite bars") in coral sea-sand seawater concrete (CSSC) and determine the splice length of composite bars reasonably, tensile tests were conducted on 27 sets of 81 lap-spliced specimens and test variables included the composite bar diameter, splice length, cover thickness, concrete strength, clear space between the lap-spliced bars, stirrup ratio, concrete type, and reinforcement type. The influence of various test variables on the behavior of lap-spliced composite bars in CSSC was obtained. The results indicate that pull-out failure accompanied by concrete splitting is found for specimens with a splice length less than 17 times the diameter of the composite bar (d_c), while tensile fracture failure is found for specimens with a splice length greater than 17d_c. After the specimen undergoing pull-out failure, severe shear damage is formed on the surface of the composite bars. When the splice length is less than 14d_c, the splice strength of the specimen is about 7.2 MPa. When the splice length is greater than 14d_c, the splice strength of the specimen gradually decreases with the increase of the splice length. After the cover thickness is greater than 4d_c or the axial compressive strength of CSSC is greater than 30 MPa, the change in the splice strength of the specimen can be basically ignored. Increasing the stirrup ratio gradually increases the splice strength and significantly reduces the width of the splitting crack. Compared with the lap-spliced specimens of steel bars, the decrease in splice strength of the lap-spliced specimens of composite bars exceeds 25%. Based on the experimental results, the equations for calculating the splice strength and splice length of composite bars in CSSC were established, and the calculation results are consistent with the experimental results. Then, referring to the "Code for Design of Concrete Structures", the equation for calculating the splice length was simplified.
- coral sea-sand seawater concrete /
- CFRP-steel composite bar /
- splicing strength /
- critical splice length /
- simplified equation

HTML全文

图 1 试件构造示意图

CSSC—Coral sea-sand seawater concrete

Figure 1. Schematic diagram of specimen

下载: 全尺寸图片幻灯片

图 2 不同种类骨料

Figure 2. Different kinds of aggregates

下载: 全尺寸图片幻灯片

图 3 复合筋成品及示意图

CFRP—Carbon fiber-reinforced polymer

Figure 3. Product and schematic diagram of composite bars

下载: 全尺寸图片幻灯片

图 4 CFRP-钢复合筋实测应力(σ)-应变(ε)曲线

Figure 4. Measured stress (σ)-strain (ε) curves of CFRP-steel composite bars

下载: 全尺寸图片幻灯片

图 5 搭接试验测试装置

LVDT—Linear variable displacement transducer; P—Load

Figure 5. Setup for lap-spliced test

下载: 全尺寸图片幻灯片

图 6 CSSC中CFRP-钢复合筋搭接试件典型破坏模式

Figure 6. Typical failure modes of specimens with CFRP-steel composite bar overlapped in CSSC

下载: 全尺寸图片幻灯片

图 7 CSSC中CFRP-钢复合筋搭接试件内部破坏模式

Figure 7. Internal failure modes of specimens with CFRP-steel composite bar overlapped in CSSC

下载: 全尺寸图片幻灯片

图 8 CSSC中CFRP-钢复合筋搭接试件的搭接应力-滑移曲线(τ-s曲线)及典型曲线示意

Figure 8. Bond stress-slip (τ-s) curves and typical curve of specimens with CFRP-steel composite bar overlapped in CSSC

下载: 全尺寸图片幻灯片

图 9 不同试验参数对CSSC中CFRP-钢复合筋搭接试件的τ-s曲线的影响

Figure 9. Effects of different test variables on τ-s curves of specimens with CFRP-steel composite bar overlapped in CSSC

下载: 全尺寸图片幻灯片

图 10 不同试验参数对CSSC中CFRP-钢复合筋搭接试件搭接强度的影响

Figure 10. Effects of different test variables on splice strength of specimens with CFRP-steel composite bar overlapped in CSSC

下载: 全尺寸图片幻灯片

图 11 CSSC中CFRP-钢复合筋搭接强度计算值与试验值对比

S—Standard deviation; C—Coefficient of variation; MV—Mean value

Figure 11. Comparison between calculated and tested splice strength of specimens with CFRP-steel composite bar overlapped in CSSC

下载: 全尺寸图片幻灯片

表 1 试件参数及试验结果

Table 1 Test variables of specimens and test results

Specimen	B×H×L/ mm³	d_c/ mm	l_s/ mm	c/ mm	f_cu	D/ mm	ρ_v/ %	P_u/ kN	τ_u/ MPa	τ_r/ MPa	τ_ul/ MPa	l_sy/ mm	l_su/ mm	M	w/ mm
D12L14T4C1d0S2	134×134×168	12	14d_c	55	LC30	0d_c	0.86	48.7	7.70	3.33	7.84	142.6	263.3	PSFY	0.30
D14L14T4C1d0S2	138×138×196	14	14d_c	55	LC30	0d_c	0.86	62.6	7.26	2.62	6.95	172.2	281.1	PSFY	0.31
D16L14T4C1d0S2	142×142×224	16	14d_c	55	LC30	0d_c	0.86	71.2	6.33	1.93	6.28	224.0	335.2	PSFY	0.53
D18L14T4C1d0S2	146×146×252	18	14d_c	55	LC30	0d_c	0.86	81.2	5.70	1.43	5.76	281.5	389.7	PSF	0.74
D14L8T4C1d0S2	138×138×112	14	8d_c	55	LC30	0d_c	0.86	33.4	6.78	2.45	7.08	172.2	281.1	PSF	0.33
D14L10T4C1d0S2	138×138×140	14	10d_c	55	LC30	0d_c	0.86	44.6	7.24	4.55	7.02	172.2	281.1	PSF	0.30
D14L12T4C1d0S2	138×138×168	14	12d_c	55	LC30	0d_c	0.86	52.8	7.15	3.83	6.98	172.2	281.1	PSFY	0.39
D14L13T4C1d0S2	138×138×182	14	13d_c	55	LC30	0d_c	0.86	57.8	7.22	2.86	6.96	172.2	281.1	PSFY	0.37
D14L15T4C1d0S2	138×138×210	14	15d_c	55	LC30	0d	0.86	64.0	6.93	2.65	6.93	172.2	281.1	PSFY	0.37
D14L16T4C1d0S2	138×138×224	14	16d_c	55	LC30	0d_c	0.86	66.0	6.70	2.91	6.92	172.2	281.1	PSFY	0.32
D14L17T4C1d0S2	138×138×238	14	17d_c	55	LC30	0d_c	0.86	>69.4	>6.63	—	—	172.2	281.1	FF	—
D14L18T4C1d0S2	138×138×252	14	18d_c	55	LC30	0d_c	0.86	>70.2	>6.34	—	—	172.2	281.1	FF	—
D14L20T4C1d0S2	138×138×280	14	20d_c	55	LC30	0d_c	0.86	>67.9	>5.52	—	—	172.2	281.1	FF	—
D14L14T1C1d0S0	78×78×196	14	14d_c	25	LC30	0d_c	0	28.6	3.32	—	3.28	370.0	600.4	SF	—
D14L14T2C1d0S0	98×98×196	14	14d_c	35	LC30	0d_c	0	35.8	4.16	—	4.25	284.4	462.2	SF	—
D14L14T3C1d0S2	118×118×196	14	14d_c	45	LC30	0d_c	0.86	47.5	5.51	1.86	5.98	201.0	327.6	PSF	0.33
D14L14T5C1d0S2	158×158×196	14	14d_c	65	LC30	0d_c	0.86	65.2	7.57	3.39	7.92	150.5	246.0	PSFY	0.29
D14L12T4C2d0S2	138×138×168	14	12d_c	55	LC20	0d_c	0.86	46.0	6.23	2.50	5.84	206.6	336.7	PSF	0.32
D14L12T4C3d0S2	138×138×168	14	12d_c	55	LC40	0d_c	0.86	54.4	7.36	3.89	7.24	165.7	270.6	PSFY	0.27
D14L12T4C4d0S2	138×138×168	14	12d_c	55	LC50	0d_c	0.86	55.5	7.52	2.84	8.14	146.8	240.1	PSFY	0.31
D14L12T4C1d1S2	152×152×168	14	12d_c	55	LC30	1d_c	0.86	53.5	7.24	3.40	6.98	154.5	281.1	PSFY	0.35
D14L12T4C1d2S2	166×166×168	14	12d_c	55	LC30	2d_c	0.86	52.7	7.14	3.58	6.98	154.5	281.1	PSFY	0.28
D14L12T4C1d0S0	138×138×168	14	12d_c	55	LC30	0d_c	0	45.7	6.19	—	6.22	193.6	315.7	PSF	0.67
D14L12T4C1d0S1	138×138×168	14	12d_c	55	LC30	0d_c	0.51	47.9	6.49	2.60	6.67	180.3	294.3	PSF	0.42
D14L12T4C1d0S3	138×138×168	14	12d_c	55	LC30	0d_c	1.28	53.0	7.17	3.40	7.34	163.3	266.8	PSFY	0.18
SR-D14L12T4C1d0S2	138×138×168	14	12d_c	55	LC30	0d_c	0.86	>70.2	>9.50	—	—	—	—	FF	—
NC-D14L12T4C1d0S2	138×138×168	14	12d_c	55	LC30	0d_c	0.86	45.8	6.20	2.38	6.37	188.9	308.1	PSF	0.41
Notes: For the specimen number, D—Bar diameter; L—Splice length; T—Cover thickness; C—Concrete strength; d—Splice spacing; S—Stirrup ratio; 'SR-'—Steel rebar-control specimen; 'NC-'—Natural concrete-control specimen; B, H, L—Width, height, and length of the specimen respectively; d_c—Diameter of the composite bar; l_s—Splice length; c—Thickness of the cover concrete; f_cu—Axial compressive strength of the cube; D—Spacing between overlapping bars; ρ_v—Reinforcement ratio of the stirrup, ρ_v=πd_sv²/(4cs_sv), where d_sv is the diameter of stirrup, s_sv is the stirrup spacing; P_u—Ultimate load of the specimen; τ_u—Ultimate splice strength; τ_r—Residual splice strength, taken as the inflection point at which the lap stress-slip curve rises again; τ_ul—Ultimate splice strength calculated according to Eq.(7); l_sy—Critical yield splice length calculated according to Eq.(10); l_su—Critical limit splice length calculated according to Eq.(11); M—Failure mode of the overlapped specimen; PSFY—Pull-out and splitting failure of the composite bar after yielding; PSF—Pull-out and splitting failure; SF—Splitting failure; FF—Fracture failure of the embedded bar; w—Width of the splitting crack.

下载: 导出CSV

表 2 混凝土配合比及性能指标

Table 2 Mix proportion and performance index of concrete

Concrete type	SG	CA/ (kg·m⁻³)	FA/ (kg·m⁻³)	Cement/ (kg·m⁻³)	Water/ (kg·m⁻³)	W/C	Total W/C	Sand rate	PCA/ (kg·m⁻³)	Slump/ mm	f_cu/ MPa	f'_c/ MPa	f_t/ MPa
CSSC	LC20	700	784	450	193	0.40	0.43	0.45	6.75	113	39.6	25.9	1.75
	LC30	672	753	530	194	0.34	0.36		6.89	69	46.5	29.7	2.09
	LC40	637	714	630	193	0.29	0.31		10.08	60	48.9	34.4	2.17
	LC50	596	667	750	192	0.24	0.26		13.50	48	54.3	37.6	2.44
NC	C30	1209	543	453	195	—	0.43	0.31	—	115	41.3	26.6	1.91
Notes: SG—Concrete grade; CA—Coarse aggregate; FA—Fine aggregate; W/C—Mass ratio of water to cement; PCA—Water reducing agent; f'_c—Axial compressive strength of the cylinder; f_t—Splitting tensile strength of the cube; NC—Ordinary concrete.

下载: 导出CSV

表 3 CFRP-钢复合筋力学性能指标

Table 3 Mechanical properties of CFRP-steel composite bars

d_c/mm	Group	f_cfy/MPa	MV/MPa	f_cfu/MPa	MV/MPa	f_cfr/MPa	MV/MPa
12	1	378.8	373.7	692.9	680.6	476.2	466.4
	2	378.5		657.6		453.0
	3	363.8		691.4		469.8
14	1	345.2	342.4	570.1	552.8	355.9	359.9
	2	345.9		548.3		367.2
	3	336.0		540.1		356.4
16	1	351.7	351.0	535.8	521.0	392.8	400.5
	2	352.4		512.7		404.8
	3	348.8		514.7		403.9
18	1	358.8	358.8	493.3	493.6	404.3	405.8
	2	358.1		494.4		405.3
	3	359.5		493.1		408.0
Notes: f_cfy, f_cfu, f_cfr—Yield strength, ultimate strength, and residual strength of the composite rebar respectively; MV—Mean value.

下载: 导出CSV

表 4 混凝土中纤维增强复合材料(FRP)筋搭接长度计算公式

Table 4 Equations for splice length of fiber-reinforced polymer (FRP) bars in concrete

Ref.	Equations	Number
Hui^[17]	${\tau _{ {\text{ul} } } } = \dfrac{ { {f_{ {\text{fu} } } } } }{ {0.48{ { {f_{ {\text{fu} } } } } }/{ { {f_{ {\text{ts} } } } } } - 32.5} } ,{l_{\text{s} } } = \left( {0.12\dfrac{ { {f_{ {\text{fu} } } } } }{ { {f_{ {\text{ts} } } } } } - 8.125} \right)d$	(2)
GB/T 50608—2020^[18]	${l_{\text{d}}} = \dfrac{{{f_{{\text{fu}}}}}}{{8{f_{{\text{ts}}}}}}d , {l_{\text{s}}} = {\zeta _{\text{l}}}{l_{\text{d}}} \geqslant 300$	(3)
ACI 440.1R—15^[19]	${\tau _{ {\text{ul} } } } = \left( {0.33 + 0.025\dfrac{c}{d} + 8.3\dfrac{d}{l} } \right)\sqrt { f_{\text{c} } ^\prime },$	(4)
ACI 440.1R—15^[19]	${l_{\text{d} } } = \dfrac{ {\alpha { { {f_{ {\text{fu } } } } } }/{ {0.083\sqrt { f_{\text{c} } ^\prime } } } - 340} }{ {13.6 + {c}/{d} } }d, {l_{\text{s} } } = 1.3{l_{\text{d} } }$	(4)
CAN/CSA S806—12^[20]	${l_{\text{d} } } = 1.15 \dfrac{ { {k_1}{k_2}{k_3}{k_4}{k_5} } }{ { {d_{ {\text{cs} } } } } } \dfrac{ { {f_{ {\text{fu} } } } } }{ {\sqrt {f_{\text{c} }^\prime } } } {A_{\text{b} } } \geqslant 300, {l_{\text{s}}} = 1.3{l_{\text{d}}}$	(5)
JSCE 97^[21]	${l_{\text{d}}} = {\alpha _1}\dfrac{{{f_{{\text{fu}}}}}}{{4{f_{{\text{bod}}}}}}d > 20 d ,{f_{{\text{bod }}}} = 0.22{\alpha _2}f_{\text{c}}^{2/3} ,$	(6)
JSCE 97^[21]	${k_{\text{c}}} = \dfrac{c}{d} + \dfrac{{15{A_{{\text{sv}}}}}}{{sd}}\dfrac{{{E_{{\text{sv}}}}}}{{{E_{\text{f}}}}}, {l_{\text{s}}} = \left( {1.0{l_{\text{d}}},1.3{l_{\text{d}}},1.7{l_{\text{d}}}} \right)$	(6)
Notes: τ_ul—Splice strength; d—Bar diameter; l_d—Anchorage length; ζ_l—Coefficient for lap splice ratio; f_fu—Tensile strength of FRP bar; f_ts—Tensile strength of concrete; l—Bond length; c—Lesser of the cover to the centre of the bar or one-half of the centre-on-centre spacing of the bars; α—FRP bar location factor; k₁—FRP bar location factor; k₂—Concrete density factor; k₃—FRP bar size factor; k₄—Factor related to FRP bar type; k₅—Factor related to FRP bar surface profile; A_b—Area of individual rebar; d_cs—Lesser of the concrete surface to the center of the bar or two-thirds of the center-to-center spacing of bars being developed; α₁=1.0 for k_c≤1.0, 0.9 for 1.0<k_c≤1.5, 0.8 for 1.5<k_c≤2.0, 0.7 for 2.0<k_c≤2.5, 0.6 for k_c greater than 2.5; k_c—Undetermined coefficient calculated according to Eq.(6); α₁—Factor related to k_c; f_bod—Design bond strength of concrete; α₂—Modification factor for bond strength of FRP bar; A_sv—Cross-sectional area of stirrup; E_sv—Elastic modulus of stirrup; s—Spacing between stirrups; E_f—Elastic modulus of FRP bar.

下载: 导出CSV

表 5 CSSC中CFRP-钢复合筋搭接试件相关公式计算结果和实测结果对比

Table 5 Comparison between calculated results of relevant formulas and measured results for specimens with CFRP-steel composite bar overlapped in CSSC

Specimen	τ_u/MPa	τ_u1/MPa	${ { {\tau _{ {\text{u} }1} } } }/{ { {\tau _{\text{u} } } } }$	τ_u2/MPa	${ { {\tau _{ {\text{u2} } } } } }/{ { {\tau _{\text{u} } } } }$	l_s1 /mm	l_s2 /mm	l_s3 /mm	l_s4 /mm	l_s5 /mm
D12L14T4C1d0S2	7.70	5.50	0.71	5.65	0.73	371	635	999	1477	1025
D14L14T4C1d0S2	7.26	5.85	0.81	5.56	0.77	331	602	916	1400	971
D16L14T4C1d0S2	6.33	5.98	0.94	5.50	0.87	349	648	991	1508	1046
D18L14T4C1d0S2	5.70	6.10	1.07	5.45	0.96	364	691	1055	1607	1239
D14L8T4C1d0S2	6.78	5.85	0.86	7.99	1.18	331	602	916	1400	971
D14L10T4C1d0S2	7.24	5.85	0.81	6.86	0.95	331	602	916	1400	971
D14L12T4C1d0S2	7.15	5.85	0.82	6.10	0.85	331	602	916	1400	971
D14L13T4C1d0S2	7.22	5.85	0.81	5.81	0.81	331	602	916	1400	971
D14L15T4C1d0S2	6.93	5.85	0.84	5.35	0.77	331	602	916	1400	971
D14L16T4C1d0S2	6.70	5.85	0.87	5.16	0.77	331	602	916	1400	971
D14L17T4C1d0S2	6.63	5.85	0.88	4.99	0.75	331	602	916	1400	971
D14L18T4C1d0S2	6.34	5.85	0.92	4.85	0.76	331	602	916	1400	971
D14L20T4C1d0S2	5.52	5.85	1.06	4.60	0.83	331	602	916	1400	971
D14L14T1C1d0S0	3.32	5.85	1.76	5.27	1.59	331	602	1043	1400	1079
D14L14T2C1d0S0	4.16	5.85	1.41	5.37	1.29	331	602	997	1400	1079
D14L14T3C1d0S2	5.51	5.85	1.06	5.47	0.99	331	602	955	1400	971
D14L14T5C1d0S2	7.57	5.85	0.77	5.66	0.75	331	602	880	1400	971
D14L12T4C2d0S2	6.23	4.64	0.74	5.70	0.91	417	719	1006	1499	1064
D14L12T4C3d0S2	7.36	6.16	0.84	6.57	0.89	314	580	826	1301	880
D14L12T4C4d0S2	7.52	7.25	0.96	6.87	0.91	267	515	775	1244	830
D14L12T4C1d1S2	7.24	5.85	0.81	6.10	0.84	331	602	916	700	863
D14L12T4C1d2S2	7.14	5.85	0.82	6.10	0.85	331	602	916	560	755
D14L12T4C1d0S0	6.19	5.85	0.95	6.10	0.99	331	602	916	1400	1079
D14L12T4C1d0S1	6.49	5.85	0.90	6.10	0.94	331	602	916	1400	1079
D14L12T4C1d0S3	7.17	5.85	0.82	6.10	0.85	331	602	916	1400	971
NC-D14L12T4C1d0S2	6.20	5.19	0.84	5.78	0.93	372	658	988	1479	1045
Mean value			0.93		0.91
Standard deviation			0.22		0.18
Notes: τ_u1—Splice strength calculated by Eq.(2); τ_u2—Splice strength calculated by Eq.(4); l_s1—Splice length calculated by Eq.(2); l_s2—Splice length calculated by Eq.(3); l_s3—Splice length calculated by Eq.(4); l_s4—Splice length calculated by Eq.(5); l_s5—Splice length calculated by Eq.(6).

下载: 导出CSV

参考文献(22)

[1]	蔡新光, 赵青, 陈惠苏. 珊瑚混凝土研究现状[J]. 硅酸盐学报, 2021, 49(8):1753-1764. CAI Xinguang, ZHAO Qing, CHEN Huisu. Research progress in coral concrete[J]. Journal of the Chinese Ceramic Society,2021,49(8):1753-1764(in Chinese).
[2]	施养杭, 王丹芳, 吴泽进. 海砂混凝土及其耐久性保护[J]. 工程力学, 2010, 27(S2):212-216. SHI Yanghang, WANG Danfang, WU Zejin. Durability protection of sand concrete[J]. Engineering Mechanics,2010,27(S2):212-216(in Chinese).
[3]	苏晨, 麻海燕, 余红发, 等. 不同珊瑚骨料对珊瑚混凝土力学性能的影响[J]. 硅酸盐学报, 2020, 48(11):1771-1780. SU Chen, MA Haiyan, YU Hongfa, et al. Effect of different coral aggregates on mechanical properties of coral concrete[J]. Journal of the Chinese Ceramic Society,2020,48(11):1771-1780(in Chinese).
[4]	ANGST U, ELSENER B, LARSEN C K, et al. Critical chloride content in reinforced concrete—A review[J]. Cement and Concrete Research,2009,39(12):1122-1138. DOI: 10.1016/j.cemconres.2009.08.006
[5]	ZHANG L, NIU D T, WEN B, et al. Corrosion behavior of low alloy steel bars containing Cr and Al in coral concrete for ocean construction[J]. Construction and Building Materials,2020,258:119564. DOI: 10.1016/j.conbuildmat.2020.119564
[6]	朱虹, 董志强, 吴刚, 等. FRP筋混凝土梁的刚度试验研究和理论计算[J]. 土木工程学报, 2015, 48(11):44-53. DOI: 10.15951/j.tmgcxb.2015.11.007 ZHU Hong, DONG Zhiqiang, WU Gang, et al. Experimental study and theoretical calculation on the flexural stiffness of concrete beams reinforced with FRP bars[J]. China Civil Engineering Journal,2015,48(11):44-53(in Chinese). DOI: 10.15951/j.tmgcxb.2015.11.007
[7]	郑百林, 李伟, 张伟伟, 等. 增强混凝土中FRP包覆筋研究(I): 微结构设计[J]. 复合材料学报, 2004, 22(1):33-37. DOI: 10.3321/j.issn:1000-3851.2004.01.007 ZHENG Bailin, LI Wei, ZHANG Weiwei, et al. Mechanics behavior of FRP wrapped rebar reinforced concrete (I): Microstructure design and analyses[J]. Acta Materiae Compositae Sinica,2004,22(1):33-37(in Chinese). DOI: 10.3321/j.issn:1000-3851.2004.01.007
[8]	郝庆多, 王言磊, 欧进萍. GFRP/钢绞线复合筋粘结锚固试验研究及设计建议[J]. 土木工程学报, 2008, 41(4):40-48. DOI: 10.3321/j.issn:1000-131X.2008.04.006 HAO Qingduo, WANG Yanlei, OU Jinping. Experimental study and design recommendation on the bond between GFRP/steel wire composite rebars and concrete[J]. China Civil Engineering Journal,2008,41(4):40-48(in Chinese). DOI: 10.3321/j.issn:1000-131X.2008.04.006
[9]	吴刚, 罗云标, 吴智深, 等. 钢-连续纤维复合筋(SFCB)力学性能试验研究与理论分析[J]. 土木工程学报, 2010, 43(3):53-61. DOI: 10.15951/j.tmgcxb.2010.03.010 WU Gang, LUO Yunbiao, WU Zhishen, et al. Experimental and theoretical studies on the mechanical properties of steel-FRP composite bars[J]. China Civil Engineering Journal,2010,43(3):53-61(in Chinese). DOI: 10.15951/j.tmgcxb.2010.03.010
[10]	ZHOU Y W, ZHENG Y W, PAN J, et al. Experimental investigations on corrosion resistance of innovative steel-FRP composite bars using X-ray microcomputed tomography[J]. Composites Part B: Engineering,2019,161:272-284. DOI: 10.1016/j.compositesb.2018.10.069
[11]	中国工程建设标准化协会. 珊瑚骨料混凝土应用技术规程: T/CECS 694—2020[S]. 北京: 中国计划出版社, 2020. China Engineering Construction Standardization Association. Technical specification for coral aggregate concrete: T/CECS 694—2020[S]. Beijing: China Planning Press, 2020(in Chinese).
[12]	罗云标, 吴刚, 吴智深, 等. 钢-连续纤维复合筋(SFCB)的生产制备研究[J]. 工程抗震与加固改造, 2009, 31(1):28-34. DOI: 10.16226/j.issn.1002-8412.2009.01.018 LUO Yunbiao, WU Gang, WU Zhishen, et al. Study on fabrication technique of steel fiber composite bar (SFCB)[J]. Earthquake Resistant Engineering and Retrofitting,2009,31(1):28-34(in Chinese). DOI: 10.16226/j.issn.1002-8412.2009.01.018
[13]	马福栋, 邓明科, 孙宏哲, 等. 变形钢筋/超高性能混凝土搭接粘结性能[J]. 复合材料学报, 2021, 38(11):3912-3924. DOI: 10.13801/j.cnki.fhclxb.20201229.006 MA Fudong, DENG Mingke, SUN Hongzhe, et al. Bond behavior of deformed steel bars lap-splice in ultra high performance concrete[J]. Acta Materiae Compositae Sinica,2021,38(11):3912-3924(in Chinese). DOI: 10.13801/j.cnki.fhclxb.20201229.006
[14]	方志, 陈潇, 张门哲, 等. 活性粉末混凝土中带肋钢筋搭接性能试验研究[J]. 土木工程学报, 2019, 52(3):20-28, 49. FANG Zhi, CHEN Xiao, ZHANG Menzhe, et al. Experimental study on performance of lap-spliced ribbed steel bars in reactive powder concrete[J]. China Civil Engineering Journal,2019,52(3):20-28, 49(in Chinese).
[15]	陈宗平, 周济, 陈宇良, 等. 珊瑚粗骨料海水混凝土力学性能试验研究[J]. 应用力学学报, 2020, 37(5):1999-2006. DOI: 10.11776/cjam.37.05.B090 CHEN Zongping, ZHOU Ji, CHEN Yuliang, et al. Experimental study on mechanical properties of coral coarse aggregate seawater concrete[J]. Chinese Journal of Applied Mechanics,2020,37(5):1999-2006(in Chinese). DOI: 10.11776/cjam.37.05.B090
[16]	MA F D, DENG M K, FAN H K, et al. Study on the lap-splice behavior of post-yield deformed steel bars in ultra high performance concrete[J]. Construction and Building Materials,2020,262:120611. DOI: 10.1016/j.conbuildmat.2020.120611
[17]	惠慧. 玻璃纤维增强聚合物(GFRP)筋搭接性能试验研究[D]. 郑州: 郑州大学, 2014. HUI Hui. Experimental study on the lap performance of tensile glass fiber reinforced polymer (GFRP) bars[D]. Zhengzhou: Zhengzhou University, 2014(in Chinese).
[18]	中华人民共和国住房和城乡建设部. 纤维增强复合材料工程应用技术标准: GB/T 50608—2020[S]. 北京: 中国标准出版社, 2020. Ministry of Housing and Urban-Rural Development of the People's Republic of China. Technical standard for fiber reinforced polymer (FRP) in construction: GB/T 50608—2020[S]. Beijing: Standards Press of China, 2020(in Chinese).
[19]	Committee of the American Concrete Institute. Guide for the design and construction of structural concrete reinforced with fiber-reinforced polymer (FRP) bars: ACI 440.1R—15[S]. Farmington Hills: American Concrete Institute, 2015.
[20]	Canadian Standards Association. Design and construction of building structures with fibre-reinforced polymers: CAN/CSA S806—12[S]. Toronto: Canadian Standards Association International, 2012.
[21]	UOMOTO T. Recommendation for design and construction of concrete structures using continuous fiber reinforcing materials[M]. Tokyo: Japan Society of Civil Engineers, 1997: 47-49.
[22]	中华人民共和国住房和城乡建设部. 混凝土结构设计规范: GB/T 50010—2010[S]. 北京: 中国标准出版社, 2010. Ministry of Housing and Urban-Rural Development of the People's Republic of China. Code for design of concrete structures: GB/T 50010—2010[S]. Beijing: Standards Press of China, 2010(in Chinese).

施引文献(9)

期刊类型引用(5)

1.	张有茶，贾成厂，贾鹏. 中间相碳微球/氰酸酯树脂复合材料的导电导热性能. 复合材料学报. 2019(03): 602-610 . 本站查看
2.	张新庄，张书勤，闫鹏，裴婷，窦倩，董昭，王姗姗. 聚丙烯基石墨烯改性复合材料的导电及热稳定性. 化学工业与工程. 2019(06): 60-64 . 百度学术
3.	胡荣杰，甯尤军，肖藤，雷玲，阿拉木斯，胡宁. 石墨烯/环氧树脂纳米复合材料的制备与热膨胀特性分析. 重庆大学学报. 2018(06): 50-57 . 百度学术
4.	洪新密，肖小亭，吴雅莎，杨洁，何穗华. 超声振动对闪光铝颜料填充HDPE复合材料流变行为和性能的影响. 高分子材料科学与工程. 2018(04): 82-88 . 百度学术
5.	徐子威，张婧婧，何穗华，赖永健，杨涛，余浩斌. 螺杆剪切对聚丙烯/石墨烯微片纳米复合材料形态和性能的影响. 塑料科技. 2018(02): 56-63 . 百度学术

其他类型引用(4)

资源附件(0)

长摘要

创新点

在CFRP-钢复合筋(简称“复合筋”)增强混凝土结构中，复合筋的接长不可避免，而由于外覆层FRP的存在导致复合筋不能采用焊接和机械连接等连接方式，仅能采用搭接连接。目前，尚未发现有研究涉及珊瑚海砂海水混凝土(CSSC)中复合筋的搭接性能，这限制了复合筋增强CSSC结构的推广和应用。
参考已有文献方法，采用实验室手工制备的方法生产出了一批复合筋，复合筋外覆一层高强Ⅰ级CFRP布，内芯钢筋采用牌号为HRB400的月牙纹钢筋，拉伸试验结果表明本研究制备的复合筋的力学性能较为稳定。基于此，本文开展了CSSC中复合筋搭接性能试验研究，研究表明：当搭接长度小于17倍复合筋直径(d_c)时，复合筋试件发生拔出-劈裂破坏，且发生拔出-劈裂破坏时，复合筋表面发生严重的剪切损伤；当搭接长度大于17d_c时，复合筋试件发生拉断破坏，该破坏模式下钢筋试件的搭接长度却不到12d_c；保护层厚度大于4d_c或CSSC强度大于30 MPa后，试件搭接强度的变化基本上可以忽略；配箍率的增大不仅可以增大界面的搭接强度，还能显著减小劈裂裂缝的宽度；与钢筋试件相比，复合筋试件搭接强度的降幅超过25%。由此可见，混凝土中复合筋与传统钢筋的搭接连接性能差异较大。基于试验结果，建立了CSSC中复合筋搭接强度及搭接长度计算公式，计算结果与试验结果相符，但公式形式较为复杂。因此，参考我国《混凝土结构设计规范》中的做法对搭接长度的计算公式进行简化，并结合试验提出搭接长度不应小于20d_c的限值要求。
CFRP-钢复合筋力学性能及不同搭接长度试件的搭接强度对比

图(11) / 表(5)

计量

文章访问数: 470
HTML全文浏览量: 212
PDF下载量: 38
被引次数: 9

珊瑚海砂海水混凝土中CFRP-钢复合筋搭接性能

通讯作者: 陈宗平，博士，教授，博士生导师，研究方向为海洋及近海混凝土结构、钢-混凝土组合结构 E-mail：zpchen@gxu.edu.cn

计量

出版历程

Lap-spliced behavior of CFRP-steel composite bars in coral sea-sand seawater concrete

期刊类型引用(5)

其他类型引用(4)

计量

出版历程

目录

通讯作者:
陈宗平，博士，教授，博士生导师，研究方向为海洋及近海混凝土结构、钢-混凝土组合结构　E-mail：zpchen@gxu.edu.cn